SANITARY AND STORM TRUNK SEWER DESIGN BRIEF KANATA RESEARCH PARK LANDS

Transcription

1 SANITARY AND STORM TRUNK SEWER DESIGN BRIEF KANATA RESEARCH PARK LANDS Prepared By: NOVATECH Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario K2M 1P6 August 8, 2014 Novatech File: Ref: R

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3 Sanitary and Storm Trunk Sewer Design Brief KRP Lands Table of Contents 1.0 Introduction Reference Material Sanitary sewer Sanitary Design Flows Office Towers Brookstreet Hotel Storm Drainage and Stormwater Management Storm Design Flows Newbridge Parking Lot Vacant Land (Future Parking south of Newbridge Parking Lot) Sites on the East side of Legget Drive March Road Sewer Easements MOE Approval... 6 Appendices Appendix A Current MOE C of A's for Legget Drive Sewers and KRP SWM Facilities Appendix B Sanitary Sewer Design Sheet Appendix C Storm Sewer Design Sheets Appendix D Newbridge Parking Lot (Controlled Flow) Appendix E Vacant land (Future Controlled Flow) Appendix F Old City of Kanata and New City of Ottawa IDF Curves List of Drawings C200 - Sanitary Drainage Area Plan C201 - Storm Drainage Area Plan C300 Outlet Sewer Plan and Profile (P1) C301 Outlet Sewer Plan and Profile (P2) STM - Storm Drainage Area Plan (Previously Approved) Novatech i

4 Sanitary and Storm Trunk Sewer Design Brief KRP Lands 1.0 INTRODUCTION The purpose of this design brief is to provide the background and rationale for the sewer design for both the sanitary and storm trunk sewers that service part of what is known as the Kanata Research Park (KRP). Development in the KRP has progressed over the years as a private development with on-site sanitary and storm sewers. These on-site sewers were intended to become public sewers at some time in the future when areas outside the private development area connected to the private on-site sewers. In the 1990s, public sanitary and storm sewers were constructed in Legget Drive but were not connected to the private sewers on the KRP lands on the east side of Legget Drive. Ministry of Environment (MOE) Certificates of Approval (C of A) were obtained for these sewers. Refer to Appendix A for a copy of the following MOE C of A s: Sanitary sewers and appurtenances (MOE C of A No ) Storm Sewer (MOE C of A No ) The existing storm sewer in Legget Drive, currently conveys drainage from the municipal rightof-way as well as drainage from some private properties. The existing Alcatel-Lucent (formerly Newbridge) parking lot, including the vacant land to the south, has been designed to contribute flows to the existing storm sewer in Legget Drive. Flow from the Legget Drive storm sewer currently outlets directly to Shirley s Brook. This configuration was intended to be temporary until other properties were connected to the storm sewer system. The proposed development (528 March Road) will require connections to the existing sanitary and storm sewers in Legget Drive as well as an extension of the sanitary and storm sewers from Legget Drive to the private sewers on the KRP lands. As part of the proposed sewer works, storm flows from the Legget Drive storm sewer (north of the subject site) will be intercepted and directed to the private storm sewer on the KRP lands. The existing storm sewer in Legget Drive will also be capped, downstream of the new connection. Flow from the municipal right-of-way, south of the new connection will continue to outlet directly to Shirley s Brook. As a result, MOE Environmental Compliance Approvals (ECA) will be required for the proposed sanitary and storm sewer works. Refer to the enclosed Sanitary Drainage Area Plan ( SAN, C200) and Storm Drainage Area Plan ( STM, C201) for details. 1.1 Reference Material 1 The Shirley s Brook and Watts Creek Subwatershed Study prepared by Dillon Consulting in September The Stormwater Management Plan, Kanata Research Park prepared by Novatech Engineering Consultants Ltd., revised in April The Development Servicing Study and Stormwater Management Report prepared by Novatech Engineering Consultants Ltd., revised on August 8, Novatech Page 1

5 Sanitary and Storm Trunk Sewer Design Brief KRP Lands 2.0 SANITARY SEWER The proposed development (528 March Road) will be serviced by extending a new 250mm dia. sanitary sewer from the existing 250mm dia. sanitary sewer in Legget Drive. From Legget Drive, a new 250mm dia. sanitary sewer will be routed through the KRP lands to connect to the existing 250mm dia. sanitary sewer adjacent to the Brookstreet Hotel, which in turn outlets to the 750mm dia. March Trunk Sewer on the Marshes Golf Course lands. A Sanitary Sewer Design Sheet has been provided in Appendix B for the sanitary sewer system from Legget Drive to the March Trunk Sewer. The following list of sewers identifies the sanitary sewer reaches for which a new MOE ECA is required. Refer to the enclosed Sanitary Drainage Area Plan ( SAN, C200) for details. From EX. SAN MH B to New SAN MH 3 From New SAN MH 3 to New SAN MH 2 From New SAN MH 2 to New SAN MH 1 From New SAN MH 1 to EX. SAN MH D From EX. SAN MH D to EX. SAN MH E From EX. SAN MH E to EX. SAN MH F From EX. SAN MH F to EX. SAN MH G From EX. SAN MH G to EX. SAN MH H From EX. SAN MH H to EX. SAN MH I From EX. SAN MH I to EX. 750mm Trunk 2.1 Sanitary Design Flows The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing various developments (existing, proposed and future) tributary to the trunk sewer on the KRP lands. Sanitary flows shown in the Sanitary Sewer Design Sheet were determined as described in the following sections of the report Office Towers The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing office towers. In order to determine the design population a net floor area was taken using 9.3m 2 /person. Future flows from the Newbridge Parking Lot area and adjacent vacant lands have been estimated and pro-rated based on an average area of the adjacent developments (KRP Tower C and Tower D ). The following design criteria were taken from Section 4 Sanitary Sewer Systems and Appendix 4-A - Daily Sewage Flow For Various Types of Establishments of the City of Ottawa Sewer Design Guidelines: Average Daily Sewage Flow (Office): 75 L/person/day Design Population (Office): 9.3m 2 /person Peaking Factor (Office) = 1.5 Sanitary flows for the proposed development were taken directly from the Development Servicing Study and Stormwater Management Report 3. Based on the intended use of the proposed development, a peaking factor of 1.5 was used in the calculations. A larger peaking factor (derived from the chart in Appendix 4-B of the City of Ottawa Sewer Design Guidelines) is not warranted as the sanitary flows are being generated by the employee use rather than by an Novatech Page 2

6 Sanitary and Storm Trunk Sewer Design Brief KRP Lands industrial manufacturing/processing use. A peaking factor of 1.5 is consistent with the previous design of the KRP sanitary trunk sewer system. Table 2.1 identifies the theoretical sanitary flows from the Office Towers based on a design population, using the above design criteria. Table 2.1 Theoretical Sanitary Office Tower Flows based on the Design Population Site Existing Tower C Existing Tower D Newbridge Parking Lot 528 March Road Floor Area (m 2 ) Brookstreet Hotel Design Population (Employees) Average Flow (L/s) Peaking Factor Peak Flow (L/s) 10,298 1, ,298 1, ,125 1, The City of Ottawa design criteria were used to calculate the theoretical sanitary flows for the existing Brookstreet Hotel. The following design criteria were taken from Section 4 Sanitary Sewer Systems and Appendix 4-A - Daily Sewage Flow For Various Types of Establishments of the City of Ottawa Sewer Design Guidelines: Residential Hotel Average Daily Sewage Flow: 225 L/person/day Design Population: 263 rooms, 2 people/room Peaking Factor: 4.0 Hotel Staff Average Daily Sewage Flow: 75 L/person/day Design Population: 50 employees Peaking Factor: 1.5 Restaurant Average Daily Sewage Flow: 125 L/person/day Design Population: 300 seating capacity Peaking Factor: 2.0 Recreation Centre Average Daily Sewage Flow: 20 L/person/day Design Population: 300 people Peaking Factor: 2.0 Auditorium Average Daily Sewage Flow: 20 L/person/day Design Population: 600 people Peaking Factor: 2.0 Novatech Page 3

7 Sanitary and Storm Trunk Sewer Design Brief KRP Lands Commercial Average Daily Sewage Flow: 5 L/m 2 /day Design Population: 800m 2, 9.3m 2 /person Peaking Factor: 1.5 Office Average Daily Sewage Flow: 75 L/person/day Design Population: 1,700m 2, 9.3m 2 /person Peaking Factor: 1.5 Table 2.2 identifies the theoretical sanitary flows from the Brookstreet Hotel based on a design population, using the above design criteria. Table 2.2 Site Component Hotel Hotel Employees Restaurant Recreation Centre Auditorium Site Component Theoretical Sanitary Brookstreet Hotel Flows based on the Design Population Units 263 rooms Persons per Unit Design Population Flow per Person (L/c/day) Average Flow (L/s) Peaking Factor Peak Flow (L/s) seats seats Floor Area (m 2 ) Floor Area per Person Design Population Flow per Person (L/c/day) Average Flow (L/s) Sub-Total = 6.82 Peaking Factor Peak Flow (L/s) Commercial 800m 2 9.3m 2 /person Office 1,700 m 2 9.3m 2 /person Total Flow = STORM DRAINAGE AND STORMWATER MANAGEMENT The proposed development (528 March Road) will be serviced by extending a new on-site storm sewer system to the existing storm sewer in Legget Drive. From Legget Drive, the new storm sewer will be routed through the KRP lands to connect to the existing 900mm dia. storm sewer adjacent to the Brookstreet Hotel. The storm sewer outlets to the existing stormwater management facility (SWMF) No. 1 located on the KRP lands. This SWM pond was designed to accommodate flow from the drainage areas shown on the Storm Drainage Area Plan ( Novatech Page 4

8 Sanitary and Storm Trunk Sewer Design Brief KRP Lands STM). An MOE Certificate of Approval (MOE C of A No MTJ36) was obtained for the SWMF. Refer to Appendix A for a copy of the MOE C of A. Storm Sewer Design Sheets have been provided in Appendix C for the on-site storm sewer system and the trunk storm sewer system from Legget Drive to the existing Stormwater Management Facility No.1. The following list of sewers identifies the storm sewer reaches for which a new MOE ECA is required. Refer to the enclosed Storm Drainage Area Plan ( STM, C201) for details. From New STM MH 4 to New STM MH 3 From New STM MH 3 to New STM MH 2 From New STM MH 2 to New STM MH 1 From New STM MH 1 to New STM MH 1A From New STM MH 1A to EX. STM MH 2 From EX. STM MH 2 to EX. STM MH 3 From EX. STM MH 3 to EX. STM MH D From EX. STM MH D to EX. STM MH 6 From EX. STM MH 6 to EX. STM MH 4 From EX. STM MH 4 to EX. SWMF No Storm Design Flows Storm flows shown in the Storm Sewer Design Sheet were determined as described in the following section of the report. The properties on the west side of Legget Drive, including the subject site (528 March Road), require on-site detention as the developed sites exceed the allowable runoff coefficient of Newbridge Parking Lot Stormwater runoff from the paved parking lot is currently being controlled by an inlet control device (ICD) installed in the outlet pipe of CBMH 4 to a maximum release rate of 152 L/s prior to being directed into the existing storm sewer in Legget Drive. Refer to Appendix D for details regarding this previously constructed site Vacant Land (Future Parking south of Newbridge Parking Lot) Should the vacant land between the Newbridge Parking and the subject site (528 March Road) be developed in the future, flows will have to be controlled to a maximum release rate of 83.1 L/s prior to being discharged into the storm sewer in Legget Drive. Refer to Appendix E for detailed calculations Sites on the East side of Legget Drive The tributary flows from areas on the east side of Legget Drive were designed with actual runoff coefficients and did not require on-site detention. Data for these areas is provided in the enclosed Storm Sewer Design Sheets. Refer to Appendix C for details March Road Stormwater runoff from the subject site will be controlled by the use of multiple inlet control devices (ICD) and control flow roof drains. Site flows will be controlled to a maximum release rate of L/s prior to being directed into the existing storm sewer in Legget Drive via a 600mm dia. storm sewer. The remainder of the flows from the subject site are not being Novatech Page 5

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10 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX A CURRENT MOE C OF A'S FOR LEGGET DRIVE SEWERS AND KRP SWM FACILITIES Novatech

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20 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX B SANITARY SEWER DESIGN SHEET Novatech

21 SANITARY TRUNK SEWER PROJECT : Sanitary Sewer Design Sheet DESIGNED BY: CHECKED BY: DATE: SM/FST FST 08-Aug-14 LOCATION AREA FROM MH TO MH FLOW RATE (L/s) INDIVIDUAL CUMULATIVE PEAK FLOWS Infiltration Area (ha) FLOW RATE (L/s) Infiltration Area (ha) PEAK FACTOR M PEAK FLOW Q (p) (L/s) PEAK EXTRAN.FLOW Q(i) (L/s) PEAK DESIGN FLOW Q (d) (L/s) PROPOSED SEWER 528 March Road Site SAN MH 4 EX. SAN MH A PVC Legget Drive EX. SAN MH A EX. SAN MH B PVC LENGTH (m) PIPE SIZE (mm) TYPE OF PIPE GRADE % CAPACITY (L/s) FULL FLOW VELOCITY (m/s) Legget Drive (Newbridge) EX. SAN MH EX. SAN MH C PVC Legget Drive EX. SAN MH C EX. SAN MH B PVC ** Legget Drive EX. SAN MH B SAN MH PVC * KRP Site SAN MH 3 SAN MH PVC * KRP Site SAN MH 2 SAN MH PVC * KRP Site SAN MH 1 EX. SAN MH D PVC KRP Site (Tower C) TOWER C EX. SAN MH D PVC * KRP Site EX. SAN MH D EX. SAN MH E PVC * KRP Site EX. SAN MH E EX. SAN MH F PVC KRP Site (Tower D) TOWER D EX. SAN MH F PVC * KRP Site EX. SAN MH F EX. SAN MH G PVC KRP Site (Brookstreet Hotel) HOTEL EX. SAN MH G PVC * KRP Site EX. SAN MH G EX. SAN MH H PVC KRP Site (Parking Structure) PRKG STRUCT EX. SAN MH H PVC * KRP Site EX. SAN MH H EX. SAN MH I PVC * KRP Site EX. SAN MH I EX. 750 TRUNK PVC Notes: 1. Q(d) = Q(p) + Q(i), where Q(d) = Design Flow (L/sec) Q(p) = Population Flow (L/sec) Q(i) = Extraneous Flow (L/sec) 2. Q(i) = 0.28 L/sec/ha 3. Daily Sewage Flow from Office Towers = 75 L/person/day (Appendix 4-A, Ottawa Sewer Design Guidelines) 4. Commercial Peaking Factor = 1.5 (Figure 4.3 Ottawa Sewer Design Guidelines) 5. Refer to Sanitary Drainage Area Plan ( SAN, C200) for details of drainage areas 6. Refer to the 'Sanitary and Storm Sewer Design Brief' for a breakdown of Daily Sewage Flow components and applicable peaking factors from the Brookstreet Hotel * Denotes sewers applicable to this MOE ECA appplication. All other sewers shown on this design sheet are private sewers tributary to the sanitary trunk sewer under application for MOE approval and/or have MOE approval under an existing C of A. ** An existing C of A covers the sanitary stub from SAN MH B north approx. 16.1m to the existing cap. The 10.7m of proposed sewer from the cap to SAN MH 3 is applicable to the new MOE ECA application. Total peak sanitary flow from hotel site = 8.33 L/s, including Extraneous Flows (Also refer to Note 6 above for further details) 93063/ENTRUST/DESIGN Sanitary-Trunk.xls.XLS SANITARY TRUNK

22 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX C STORM SEWER DESIGN SHEETS Novatech

23 STORM TRUNK SEWER PROJECT : :5 Year Storm Sewer Design Sheet DESIGNED BY: SM/FST CHECKED BY: FST DATE: Aug. 8, 2014 AREA FROM MH TO MH AREA (ha) CONTROLLED PEAK PROPOSED SEWER TIME OF RAINFALL INDIV ACCUM FLOW FLOW TYPE PIPE C= C = C = C = C = C = C = C = OF SIZE PIPE ID GRADE LENGTH FULL FLOW TIME OF CONC. INTENSITY CAPACITY 2.78 AC 2.78 AC Q Q VELOCITY FLOW (min) (mm/hr) (L/s) (L/s) (L/s) PIPE (mm) (mm) (%) (m) (m/s) (min) PERCENTAGE OF CAPACITY Proposed 528 March Road CBMH 1 EX STM MH * Runoff from Area A-1 to A-4 and R-1 to R-6 to be controlled to L/s Controlled Flow CONC % Legget Drive** EX STM MH STM MH Newbridge Prkg** EX. CBMH 4 EX. L Controlled Flow CONC % Legget Drive** EX. L1 EX. L CONC % Legget Drive** EX. L2 STM MH CONC % Newbridge Open Space** Future STM MH * Runoff from Newbridge Open Space to be controlled to 83.1 L/s * KRP Site STM MH 4 STM MH KRP Site Controlled Flow KRP Site Controlled Flow * KRP Site Controlled Flow CONC % * STM MH 3 STM MH CONC % * STM MH 2 STM MH CONC % * STM MH 1 New MH 1A CONC % * KRP Site New MH 1A EX. MH KRP Site (Tower C Prkg)** Controlled Flow Controlled Flow * Controlled Flow CONC % * KRP Site (Tower D Prkg)*** EX. MH 2 EX. MH Controlled Flow Controlled Flow * Controlled Flow CONC % * KRP Site (Tower D)*** EX. MH 3 EX. MH D KRP Site (Hotel) Controlled Flow Controlled Flow * Controlled Flow CONC % * KRP Site EX. MH D EX. MH KRP Site (Tower D Prkg)*** Controlled Flow Controlled Flow * Controlled Flow CONC % * KRP Site EX. MH 6 EX. MH CONC % * KRP Site EX. MH 4 POND CONC % NOTES: 1) All flows are assumed to operate under non-restricted flow conditions, unless otherwise indicated. 2) Refer to Novatech DSS & SWM Report (R ) for details* 3) Refer to Novatech Engineering Dwg. No GP for storm manhole number designation. * Denotes sewers applicable to this C of A appplication. All other sewers shown on this design sheet are private sewers tributary to the storm trunk sewers under application for MOE approval and/or have MOE approval under an existing C of A. M:\2007\107044\DATA\ Calculations\ Storm-Trunk.xls\5yr TRUNK Page 1 of 1

24 PROJECT : DESIGNED BY: SM/FST CHECKED BY: FST DATE: 08-Aug MARCH ROAD 1:5 Year Storm Sewer Design Sheet AREA FROM MH TO MH AREA (ha) CONTROLLED PEAK PROPOSED SEWER TIME OF RAINFALL INDIV ACCUM FLOW* FLOW TYPE PIPE C= C = OF SIZE PIPE ID GRADE LENGTH FULL FLOW TIME OF CONC. INTENSITY CAPACITY 2.78 AC 2.78 AC Q Q VELOCITY FLOW (min) (mm/hr) (L/s) (L/s) (L/s) PIPE (mm) (mm) (%) (m) (m/s) (min) PERCENTAGE OF CAPACITY A-4 Uncontrolled CBMH 5 CBMH PVC A-4 Uncontrolled CBMH 4 CBMH PVC A-4 Uncontrolled CBMH 3 CBMH PVC Controlled From A-4 A-4 controlled to 79.4 L/s by plug type orifice in CBMH 3 outlet PVC % A-2 Uncontrolled CBMH 2 STM MH Controlled Flow (A-4) PVC % R-6 Uncontrolled ROOF STM MH Controlled From R-1 to R-6 R-1 to R-6 controlled to 17.4 L/s by 23 Roof Drains PVC % A-1 Uncontrolled STM MH 7 CBMH Controlled Flow (A-4) Controlled Flow (R-1 to R-6) PVC % A-3 Uncontrolled Trench Drain STM MH PVC A-3 Uncontrolled STM MH 6 CBMH PVC Controlled From A-3 A-3 controlled to 29.4 L/s by plug type orifice in STM MH 6 outlet PVC % A-1 Uncontrolled CBMH 1 EX STM MH Controlled Flow (A-4) Controlled Flow (R-1 to R-6) Controlled Flow (A-3) PVC % NOTES: 1) Refer to Novatech DSS & SWM Report (R ) for details* 2) Refer to Novatech Engineering Dwg. No GP for storm manhole number designation. M:\2007\107044\DATA\ Calculations\ Storm-Site.xls\5yr SITE Page 1 of 1

25 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX D NEWBRIDGE PARKING LOT (CONTROLLED FLOW) Novatech

26 Sanitary and Storm Trunk Sewer Design Brief KRP Lands RATIONAL METHOD The Rational Method was used to determine the allowable runoff. The equation is as follows: Q=2.78 CIA Where: Q is the runoff in L/s C is the weighted runoff coefficient* I is the rainfall intensity in mm/hr** A is the area in hectares *The weighted runoff coefficient is determined for each of the catchment areas as follows: C = (A perv x C perv ) + (A imp x C imp ) A tot Where: A perv is the pervious area in hectares C perv is the pervious area runoff coefficient (C perv =0.20) A imp is the impervious area in hectares C imp is the impervious area runoff coefficient (C imp =0.90) A tot is the catchment area (A perv + A imp ) in hectares ** In order to maintain consistency with previously approved SWM reports, the rainfall intensities used in the allowable release rate calculations were taken from the old City of Kanata IDF curves; similar to those on the previous Storm Sewer Design Sheets, using a t c =23.97 minutes and an intensity of mm/hr (refer to KRP Tower C Project Storm Sewer Design Sheet in this Appendix for details). As specified by the City of Ottawa, the rainfall intensities used for the post-development flow calculations are taken from the latest City of Ottawa IDF Curves. A time of concentration (t c ) of 10 minutes was used for the post-development conditions, resulting in rainfall intensities of mm/hr for the 1:5 year event and mm/hr for the 1:100 year event. Refer to Appendix F for the IDF Curves. ALLOWABLE RELEASE RATE Drainage Area (A) = ha = 2.87ha Runoff Coefficient (C) = 0.75 Intensity (I 5 ) = mm/hr Q 5 = 2.78 CIA Q 5 = 2.78 x 0.75 x x 2.87 Q 5 = L/s Total flow from previous design sheet L/s Less site flow L/s Equals roadway flow (MH L1 to MH L2) L/s Novatech

27 Sanitary and Storm Trunk Sewer Design Brief KRP Lands Pipe Capacity Design = L/s ( %) As Built = L/s ( %) see Storm Sewer Design Sheet (Appendix C) Therefore: Pipe Capacity L/s Less Road Flow L/s Allowable Flow from Site L/s Flow from Newbridge Parking Lot is 152 L/s as per attached handwritten calculations (shown on Storm Sewer Design Sheet in Appendix C) Novatech

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32 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX E VACANT LAND (FUTURE CONTROLLED FLOW) Novatech

33 Sanitary and Storm Trunk Sewer Design Brief KRP Lands RATIONAL METHOD The Rational Method was used to determine the allowable runoff. The equation is as follows: Q=2.78 CIA Where: Q is the runoff in L/s C is the weighted runoff coefficient* I is the rainfall intensity in mm/hr** A is the area in hectares *The weighted runoff coefficient is determined for each of the catchment areas as follows: C = (A perv x C perv ) + (A imp x C imp ) A tot Where: A perv is the pervious area in hectares C perv is the pervious area runoff coefficient (C perv =0.20) A imp is the impervious area in hectares C imp is the impervious area runoff coefficient (C imp =0.90) A tot is the catchment area (A perv + A imp ) in hectares ** In order to maintain consistency with previously approved SWM reports, the rainfall intensities used in the allowable release rate calculations were taken from the old City of Kanata IDF curves; similar to those on the previous Storm Sewer Design Sheets, using a t c =26.38 minutes and an intensity of mm/hr (refer to KRP Tower C Project Storm Sewer Design Sheet in this Appendix for details). As specified by the City of Ottawa, the rainfall intensities used for the post-development flow calculations are taken from the latest City of Ottawa IDF Curves. A time of concentration (t c ) of 10 minutes was used for the post-development conditions, resulting in rainfall intensities of mm/hr for the 1:5 year event and mm/hr for the 1:100 year event. Refer to Appendix F for the IDF Curves. ALLOWABLE RELEASE RATE Drainage Area (A) = 0.69 ha Runoff Coefficient (C) = 0.75 Intensity (I 5 ) = mm/hr Q 5 = 2.78 CIA Q 5 = 2.78 x 0.75 x x 0.69 Q 5 = 83.1 L/s When this area develops in the future, the allowable release rate should not exceed 83.1 L/s. Novatech

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36 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX F OLD CITY OF KANATA AND NEW CITY OF OTTAWA IDF CURVES Novatech

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39 Sanitary and Storm Trunk Sewer Design Brief KRP Lands APPENDIX G ENGINEERING DRAWINGS Novatech

40 MARCH ROAD PROPOSED R.O.W. WIDENING LIMIT 250mm-SANITARY SEWER 250mm-SANITARY SEWER 250mm-SANITARY SEWER SAN MH 2 INV=76.04 FIRE ROUTE 250mm-SANITARY SEWER OD FIRE ROUTE 750mm-SANITARY SEWER 750mm-SANITARY SEWER LEGEND AREA IN HECTARES AREA IDENTIFIER PEAK FLOW RATE (L/s), incl. Extraneous Flows *Refer to Sanitary and Storm Sewer Design Brief for detailed calculations of flow rates for each development PEAKING FACTOR SANITARY DRAINAGE AREA BOUNDARY DIRECTION OF FLOW SANITARY TRUNK SEWER AND MH TRIBUTARY SANITARY SEWER AND MH No DATE ÉMISSION POUR / OBJECT 200mm-SAN SEWER ISSUED WITH DSS & SWM REPORT CLÉ / KEY : BROOKSTREET 250mm-SANITARY SEWER NOTE: THE POSITION OF ALL POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, DETERMINE THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES AND ASSUME ALL LIABILITY FOR DAMAGE TO THEM. MECHANICAL, ELECTRICAL ENGINEER : 200mm-SAN 250mm-SANITARY SEWER CIVIL ENGINEER : 250mm-SANITARY SEWER 250mm-SANITARY SEWER 250mm-SANITARY SEWER 200mm-SAN SEWER 250mm-SANITARY SEWER Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario, Canada K2M 1P6 Telephone (613) Facsimile (613) Website MECHANICAL, ELECTRICAL ENGINEER : STRUCTURAL ENGINEER : CLIENT : FIRE ROUTE ARCHITECT : Architects 190 Somerset St. W Suite 206 Ottawa. Ontario K2P 0J4 T F architects PROPOSED 2-STOREY BUILDING FFE= mm SAN SERVICE SEWER 250mm - SAN LEGGET DRIVE SEAL : NOTE : L'entrepreneur doit vérifier toutes les informations et dimension sur le site et aviser immédiatement l'architecte de toutes erreurs ou omissions. Contractor shall verify all information and dimensions on site and immediately report any errors or omissions to the architect. Copyright This drawing is subject to copyright. It is not to be reproduced for any purpose or by any means, and may only be used if it bears an original stamp and signature. Droit d'auteur Ce dessin est sujet au droit d'auteur. Il ne peut être reproduit pour quelques intentions ou usages que ce soit, il ne peut être utilisé uniquement avec l'apposition de la signature et de l'estampe originale PROJECT NAME : Sanmina 528 March Rd. Kanata, Ontario M:\2014\114060\CAD\DESIGN\ SAN.DWG 2014/08/11 Date de tracage/ plot date: TITLE : ISSUE DATE : DRAWN BY : SCALE : VERIFIED BY : 1 : 750 NECL FILE : DRAWING NO : REVISION : SAN SANITARY DRAINAGE AREA PLAN SM FST C200 2

41 PROPOSED R.O.W. WIDENING LIMIT EX. CBMH2 CBMH 2 INV=76.80 INV=77.85 STM MH 3 STM MH 4 INV= mm-STM OD LEGEND: DRAINAGE AREA (hectares) AREA IDENTIFIER ALLOWABLE RUN-OFF COEFFICIENT ALCATEL-LUCENT STORM DRAINAGE AREA DIRECTION OF FLOW STM MH 1 STM MH 5 CB 2 STORM TRUNK SEWER AND MH TRIBUTARY STORM SEWER AND MH CATCHBASIN CBMH 3 CATCHBASIN MANHOLE MAJOR SYSTEM OVERLAND FLOW ROUTE No DATE ÉMISSION POUR / OBJECT ISSUED WITH DSS & SWM REPORT mm-STM 525mm-STM SEWER 525mm-STM SEWER 600mm-STORM SEWER BROOKSTREET 1050mm-STORM SEWER CLÉ / KEY : NOTE: THE POSITION OF ALL POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, DETERMINE THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES AND ASSUME ALL LIABILITY FOR DAMAGE TO THEM. MECHANICAL, ELECTRICAL ENGINEER : 525mm-STM SEWER 600mm-STORM SEWER 200mm-STM 1050mm-STORM SEWER CIVIL ENGINEER : MARCH ROAD 675mm-STORM SEWER 825mm-STORM SEWER 900mm-STORM SEWER 900mm-STORM SEWER 200mm-STORM SEWER 975mm-STM SHIRLEY'S BROOK Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario, Canada K2M 1P6 Telephone (613) Facsimile (613) Website 450mm-STM SEWER 825mm-STORM SEWER 300mm-STM 450mm-STORM SEWER MECHANICAL, ELECTRICAL ENGINEER : STRUCTURAL ENGINEER : 300mm-STORM 525mm-STORM SEWER 600mm-STM 825mm - STM CLIENT : 300mm 450mm-STM 600mm-STM LEGGET DRIVE 250mm-STORM SEWER 300mm-STORM SEWER 375mm-STORM SEWER ARCHITECT : Architects 190 Somerset St. W Suite 206 Ottawa. Ontario K2P 0J4 T F SEAL : NOTE : architects PROPOSED 2-STOREY BUILDING FFE= mm-STM SEWER L'entrepreneur doit vérifier toutes les informations et dimension sur le site et aviser immédiatement l'architecte de toutes erreurs ou omissions. Contractor shall verify all information and dimensions on site and immediately report any errors or omissions to the architect. 300mm-STM Copyright This drawing is subject to copyright. It is not to be reproduced for any purpose or by any means, and may only be used if it bears an original stamp and signature. Droit d'auteur Ce dessin est sujet au droit d'auteur. Il ne peut être reproduit pour quelques intentions ou usages que ce soit, il ne peut être utilisé uniquement avec l'apposition de la signature et de l'estampe originale mm-STM 300mm-STM EX. SWM FACILITY PROJECT NAME : Sanmina 528 March Rd. Kanata, Ontario M:\2014\114060\CAD\DESIGN\ STM.DWG 2014/08/11 Date de tracage/ plot date: SHIRLEY'S BROOK TITLE : ISSUE DATE : DRAWN BY : SCALE : VERIFIED BY : 1 : 750 NECL FILE : DRAWING NO : REVISION : STM STORM DRAINAGE AREA PLAN SM FST C201 2

42 M:\2014\114060\CAD\DESIGN\ PR.DWG 2014/08/11 Date de tracage/ plot date: FIRE ROUTE INV S=76.85 INV W=76.80 STM MH 3 T/G= mmØ 0.5% STM MH 4 INV SE=77.22 INV N= mmØ INV S=76.35 T/G=79.50 INV W=76.29 CAP T/G=79.50 EXISTING SAN MH 3 REMOVE TOWER 'D' INV S=76.27 INV S=75.76 INV W=75.85 STM MH 1 T/G= mmØ T/G=78.78 SAN MH 1 INV E=75.98 INV N=76.50 INV E=76.55 T/G= mmØ STM MH 2 T/G=79.20 INV N= SAN MH CONC. 1.0% 12.8m 825Ø STM PVC 1.0% SEWER EASEMENT 9.0m PROPOSED m 250Ø SAN STM MH 1A KEY PLAN N.T.S. N m 610mmØ STM m 825Ø STM CONC. PVC 0.5% INV W=77.29± 10.7m 250Ø SAN R.O.W. LIMIT R.O.W. LIMIT 9.0m PROPOSED SEWER EASEMENT LEGGET DRIVE m PROPOSED SEWER EASEMENT TP-98-6 TR=76.60 TP-98-7 TR=75.30 TR= m - 250mmØ PVC 0.5% 10.7m - 250mmØ PVC 0.5% S W E N m - 250mmØ PVC 0.5% S NW SE N m - 825mmØ CONC. 65D 0.50% S W m - 825mmØ CONC. 65D 0.50% 9.1m - 250mmØ PVC 1.0% E N S W E mmØ SAN SAN. CAP 250mmØ SAN 900mmØ STM 250mmØ SAN 825mmØ STM 900mmØ STM 250mmØ SAN 825mmØ STM 825mmØ STM TP P1 TR=76.80± 12.8m - 825mmØ CONC. 65D 1.0% 46.8m - 825mmØ CONC. 65D 0.50% 825mmØ STM STM MH 4 STM MH 3 SAN MH 3 STM MH 2 SAN MH 2 SAN MH 1 STM MH 1 STM MH 1A 18.3m 610Ø STM CONC 0.25% m PROPOSED SEWER EASEMENT INV NW= MARCH RD LEGGET DR BROOKSTREET HOTEL SITE 250mmØ SAN 900mmØ STM SEWER EASEMENT 9.0m PROPOSED SEWER EASEMENT 6.0m PROPOSED TR=74.71 SEWER EASEMENT 6.0m PROPOSED 250mmØ SAN 975mmØ STM SEWER EASEMENT 9.0m PROPOSED TR= mmØ STM SWM FACILITY No.1 250mmØ SAN TR= mmØ STM SHIRLEY'S BROOK THE MARSHES GOLF COURSE LEGEND MH 101 MH 201 TR= SEWER EASEMENT 9.0m PROPOSED 250mmØ SAN 1:100 YEAR WATER LEVEL 75.11m 1:5 YEAR WATER LEVEL 74.76m SWM FACILITY No.1 REFER TO DRAWING P2 (C301) FOR CONTINUATION OF SANITARY PROPOSED SANITARY MH & SEWER PROPOSED STORM MH & SEWER PROPOSED SEWER EASEMENT LIMIT LIMIT OF WORK AREA THROUGH KRPC PARKING LOT No DATE ÉMISSION POUR / OBJECT ISSUED WITH SERVICING DESIGN BRIEF CLÉ / KEY : NOTE: THE POSITION OF ALL POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, DETERMINE THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES AND ASSUME ALL LIABILITY FOR DAMAGE TO THEM. MECHANICAL, ELECTRICAL ENGINEER : CIVIL ENGINEER : Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario, Canada K2M 1P6 Telephone (613) Facsimile (613) Website MECHANICAL, ELECTRICAL ENGINEER : STRUCTURAL ENGINEER : CLIENT : ARCHITECT : Architects 190 Somerset St. W Suite 206 Ottawa. Ontario K2P 0J4 T F architects SEAL : NOTE : L'entrepreneur doit vérifier toutes les informations et dimension sur le site et aviser immédiatement l'architecte de toutes erreurs ou omissions. Contractor shall verify all information and dimensions on site and immediately report any errors or omissions to the architect. Copyright This drawing is subject to copyright. It is not to be reproduced for any purpose or by any means, and may only be used if it bears an original stamp and signature Droit d'auteur Ce dessin est sujet au droit d'auteur. Il ne peut être reproduit pour quelques intentions ou usages que ce soit, il ne peut être utilisé uniquement avec l'apposition de la signature et de l'estampe originale. PROJECT NAME : Sanmina 528 March Rd. Kanata, Ontario TITLE : OUTLET SEWER PLAN AND PROFILE ISSUE DATE : DRAWN BY : SM SCALE : VERIFIED BY : 1 : 500 FST NECL FILE : DRAWING NO : REVISION : PR (P1) C300 1

43 M:\2014\114060\CAD\DESIGN\ PR.DWG 2014/08/11 Date de tracage/ plot date: SE mmØ SAN SE TR=75.96± 250mmØ SAN FIRE ROUTE FIRE ROUTE CONC 0.25% PVC 0.5% 24.9m 250mmØ SAN m 610Ø STM PVC 0.25% 33.1m 610mmØ STM SWM FACILITY No.1 N mmØ STM INV.SE=77.22 TP P1 TR=76.80± STM MH 4 INV S=76.85 STM MH 3 INV W= mmØ T/G= m 825Ø STM CONC. INV S=76.35 INV W=76.29 T/G=79.50 SAN MH 3 0.5% SEWER EASEMENT 9.0m PROPOSED PVC 0.5% 10.7m 250Ø SAN R.O.W. LIMIT CAP EXISTING REMOVE INV W=77.29± INV N= mmØ T/G=79.50 INV SE=77.22 STM MH 4 R.O.W. LIMIT 250mmØ SAN 750mmØ STM 675mmØ STM 675mmØ STM 525mmØ STM LEGGET DRIVE TR=77.50± INV S= mmØ T/G=78.75 STM MH 1 INV W=75.85 INV S=75.76 T/G=78.78 SAN MH 1 SEWER EASEMENT INV NW= m PROPOSED SEWER EASEMENT 9.0m PROPOSED INV E=76.55 INV N= mmØ T/G=79.20 STM MH LEGGET DRIVE CONC. 1.0% 9.1m 250Ø SAN 12.8m 825Ø STM PVC 1.0% INV E=75.98 INV N=76.04 SAN MH 2 T/G= TR=77.70± 250mmØ SAN TR=78.10± REFER TO DRAWING P1 (C300) FOR CONTINUATION OF SANITARY mmØ SAN LEGEND MH 101 PROPOSED SANITARY MH & SEWER MH 201 PROPOSED STORM MH & SEWER PROPOSED SEWER EASEMENT LIMIT LIMIT OF WORK AREA THROUGH KRPC PARKING LOT SANITARY CONNECTION TO TRUNK SEWER ON THE MARSHES GOLF COURSE LANDS 1:100 YEAR WATER LEVEL 74.46m 1:5 YEAR WATER LEVEL 74.05m TR=73.54 SHIRLEY'S BROOK SEWER EASEMENT 9.0m PROPOSED THE MARSHES GOLF COURSE No DATE ÉMISSION POUR / OBJECT ISSUED WITH SERVICING DESIGN BRIEF CLÉ / KEY : NOTE: THE POSITION OF ALL POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND OVERGROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, DETERMINE THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES AND ASSUME ALL LIABILITY FOR DAMAGE TO THEM. MECHANICAL, ELECTRICAL ENGINEER : CIVIL ENGINEER : Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario, Canada K2M 1P6 Telephone (613) Facsimile (613) Website MECHANICAL, ELECTRICAL ENGINEER : STRUCTURAL ENGINEER : CLIENT : ARCHITECT : Architects 190 Somerset St. W Suite 206 Ottawa. Ontario K2P 0J4 T F architects SEAL : NOTE : L'entrepreneur doit vérifier toutes les informations et dimension sur le site et aviser immédiatement l'architecte de toutes erreurs ou omissions. Contractor shall verify all information and dimensions on site and immediately report any errors or omissions to the architect. Copyright This drawing is subject to copyright. It is not to be reproduced for any purpose or by any means, and may only be used if it bears an original stamp and signature Droit d'auteur Ce dessin est sujet au droit d'auteur. Il ne peut être reproduit pour quelques intentions ou usages que ce soit, il ne peut être utilisé uniquement avec l'apposition de la signature et de l'estampe originale. PROJECT NAME : Sanmina 528 March Rd. Kanata, Ontario TITLE : OUTLET SEWER PLAN AND PROFILE ISSUE DATE : DRAWN BY : SM SCALE : VERIFIED BY : 1 : 500 FST NECL FILE : DRAWING NO : REVISION : PR (P2) C301 1

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